General and Technical Information

General and Technical Information Safety Notes and Product Application Dayton Superior strives to ensure that all products supplied from its manufacturing plants meet or exceed the safety requirements inherent in the proper use of its products. However, the performance of a product can be greatly affected by the manner in which the product is used. It is imperative that the user be instructed in the proper installation and use of the products displayed in this handbook prior to job application. Product production runs are constantly sampled and tested to assure the user a high standard of quality. Samples are tested in Dayton Superior test facilities or at independent testing laboratories. The safe working loads listed in this handbook were determined from the results of the testing program and other industry sources. Dayton Superior publishes the safe working loads and the associated minimum safety factors of its products and strongly advises that the minimum safety factors not be compromised. When there are unusual job conditions, the minimum safety factors must be increased by the user. Refer to the provisions of the American National Standards Institute (ANSI A 10.9), the Occupational Safety and Health Administration (OSHA) Act, Part 1910, and the American Concrete Institute (ACI) Recommended Practice for Concrete Formwork (ACI 347) and ACI 318 Building Code when considering product safety factors.

Dayton Superior Technical Services The Dayton Superior technical departments are well staffed with trained personnel to service inquiries, take-offs and details for the users of Dayton Superior quality splicing accessories. Eastern Technical Service Center Telephone 800.745.3700 Fax 937.866.9768 Western Technical Service Center Telephone 800.745.3512 Fax 562.944.2451 Chemical Technical Service Center Telephone 800.989.2701 Fax 913.371.3332

7/07

3

General and Technical Information

General and Technical Information Table 1.1 Reinforcing Bar Data Reinforcing Bars Size Designations and Nominal Dimensions Ultimate Minimum Capacity 1.5 fy

Nominal Dimensions Bar Size Designation

Diameter (inches)

Area 2 (inches )

Weight (lbs./ft.)

pounds

#4 [#13]

0.500

0.20

0.688

18,000

#5 [#16]

0.625

0.31

1.043

27,900

#6 [#19]

0.750

0.44

1.502

39,600

#7 [#22]

0.875

0.60

2.044

54,000

#8 [#25]

1.000

0.79

2.670

71,100

#9 [#29]

1.128

1.00

3.400

90,000

#10 [#32]

1.270

1.27

4.303

114,300

#11 [#36]

1.410

1.56

5.313

140,400

#14 [#43]

1.693

2.25

7.650

202,500

#18 [#57]

2.257

4.00

13.600

360,000

*Rebar size is based on the number of eighths of an inch included in the nominal diameter of the bar. Note: The nominal dimensions of a deformed rebar are equivalent to those of a plain, round bar having the same weight (mass) per foot (meter) as the deformed rebar. Nearly all reinforcing bars currently produced in the USA are marked with the numbers 13, 16, etc., to designate bar sizes. These bar size numbers correspond to the traditional designations 4, 5, etc., as shown in the accompanying table. ACI 318-02 still list the bar sizes traditionally using #3 - #18 designations. The tables in this manual are typically designated #3 [#10] or simply use the traditional designations.

Table 1.2 Mechanical Requirements For Standard ASTM Deformed Reinforcing Bars*

* For the mechanical requirements of rail-steel and axle-steel bars, see ASTM specifications A616 and A617, respectively. 1 Minimum yield designation (KSI). 2 Yield point or yield strength. See ASTM specifications. 3 Test bends 180˚, unless noted otherwise. 4 Maximum yield strength 78,000 psi (ASTM A706 only). 5 Tensile Strength shall not be less than 1.25 times the actual yield strength (ASTM A706 only).

4

7/07

General and Technical Information

General and Technical Information Table 1.3 Mechanical Splice ACI & ICC Code Requirements Mechanical Splice ACI & ICC Code Requirements Mechanical Splice Requirement - psi

ASTM

Bar

Specified

Specified

Bar Type

Grade

Yield, psi

Ultimate, psi

Type 1

Type 2

A706

60

60,000

80,000

75,000

80,000

A615

40

40,000

60,000

50,000

60,000

A615

60

60,000

90,000

75,000

90,000

A615

75

75,000

100,000

93,750

100,000

Mechanical Splice Requirement – ACI 318 Chapters 12 and 21 state the requirements for mechanical splices. They are as follows: Type 1 Mechanical Splice shall develop in tension and compression as required at least 125% of the specified yield of the bar. Example: For ASTM A615 Grade 60 bar: 1.25 X 60,000psi = 75,000psi Therefore, a splice test exceeding 75,000 psi meets the Type 1 requirement for A615 Grade 60 ba Type 2 Mechanical Splice shall conform to Type 1 requirements and develop 100% of the specified ultimate strength of the bar being spliced. Example: For ASTM A615 Grade 60 bar: 1.00 X 90,000psi = 90,000psi Therefore, a splice test exceeding 90,000 psi meets the Type 1 and Type 2 requirement for A615 Grade 60 bar.

Table 1.4 Deformation Requirements for Standard ASTM Deformed Reinforcing Bars

Bar Size Designation

Maximum Average Spacing, in.

Maximum Average Height, in.

Maximum* Gap, in.

#3 [#10] #4 [#13] #5 [#16] #6 [#19] #7 [#22] #8 [#25] #9 [#29] #10 [#32] #11 [#36] #14 [#43] #18 [#57]

0.262 0.350 0.437 0.525 0.612 0.700 0.790 0.889 0.987 1.185 1.58

0.015 0.020 0.028 0.038 0.044 0.050 0.056 0.064 0.071 0.085 0.102

0.143 0.191 0.239 0.286 0.334 0.383 0.431 0.487 0.540 0.648 0.864

*Chord of 12.5% of nominal perimeter

Table 1.5 Chemical Composition Requirements for Standard ASTM Deformed Reinforcing Bars Element Type of Steel and ASTM Condition* Carbon Manganese Phosphorus Sulphur Silicon Copper Nickel Chromium Molybdenum Vanadium Designation (C) (Mn) (P) (S) (Si) (Cu) (Ni) (Cr) (Mo) (V) Billet-Steel A615

1 2

X

X

3 Low-Alloy Steel A706

X 0.06% 0.075%

X

1

X

X

X

2

0.30%

1.50%

0.035%

0.045% 0.50%

3

0.33%

1.56%

0.043%

0.053% 0.55%

X

X

X

X

X

X

X

*CONDITION DEFINITIONS: 1. Analysis required of these elements for each heat. 2. Maximum allowable chemical content for each heat. 3. Maximum allowable chemical content for finished bar.

7/07

5

General and Technical Information

General and Technical Information

Table 1.6 Grade 60 Rebar ACI Compression Development and Lap Splice Lengths for f'c = 3,000 psi to 5,000 psi

Notes: 1. Tabulated values are based on Grade 60 reinforcing bars and normal-weight concrete. 2. Compression development lengths and compression lap splice lengths are based on ACI 318-02, Sections 12.3 and 12.16, respectively. Lengths are in inches. 3. For compression development lengths, if bars are enclosed in spirals or ties conforming to ACI 318-02, Section 12.3.3(b), then a modification factor of 0.75 may be applied but the resulting length must not be less than 8 in. 4. For compression lap splice lengths: a. If bars are enclosed in a tied-reinforced compression member convorming to ACI 318-02, Section 12.17.2.4, then a modification factor of 0.83 may be applied but the resulting length must not be less than 12 in. b. If bars are enclosed in a spirally-reinforced compression member conforming to ACI 318-02, Section 12.17.2.5, then a modification factor of 0.75 may be applied but the resulting length must not be less than 12 in. c. The tabulated lengths are applicable for all concrete strengths of at least 3,000 psi. 5. ACI 318-02 does not allow lap splices of #14 [#43] and #18 [#57] bars.

Table 1.7 Recommended End Hooks

Detailing Dimension

All Grades: D = Finished bend diameter 180˚ Hooks

Hook A or G

90˚ Hooks

Bar Size

D (in.)

A or G

J

A or G

#3 [#10]

2-1/4"

5"

3"

6"

#4 [#13]

3"

6"

4"

8"

#5 [#16]

3-3/4"

7"

5"

10"

#6 [#19]

4-1/2"

8"

6"

1'–0"

#7 [#22]

5-1/4"

10"

7"

1'–2"

#8 [#25]

6"

11"

8"

1'–4"

#9 [#29]

9-1/2"

1'–3"

11-3/4"

1'–7"

#10 [#32]

10-3/4"

1'–5"

1'–1-1/4"

1'–10"

#11 [#36]

12"

1'–7"

1'–2-3/4"

2'–0"

#14 [#43]

18-1/4"

2'–3"

1'–9-3/4"

2'–7"

#18 [#57]

24"

3'–0"

2'–4-1/2"

3'–5"

6

D

J Bar Size

180˚

4d or 2-1/2" Min.

Detailing Dimension

D Bar Size

90˚

12d A or G

7/07

General and Technical Information

General and Technical Information Recommended Industry Practice for Stirrup and Tie Hooks 12d for #6, 7, 8 6d for #3, 4, 5

135˚ Seismic Stirrup/Tie Hooks

A or G

H

Hook A or G

D A or G

Detailing Dimension

Detailing Dimension

Bar Size

D

H

6d Detailing Dimension

Bar Size

D

D

D Bar Size

CL Beam

CL Beam 90˚ Table 1.8 Stirrup (Ties Similar)

135˚ 135˚ Table 1.9 135˚ Seismic Stirrup/Tie

Stirrup and Tie Hook Dimensions All Grades:

Hook Dimensions All Grades: Seismic Stirrup/Tie Hooks

Bar Size

D

135˚

90˚ A or G

A or G

H*

#3 [#10]

1-1/2"

4"

4"

2-1/2"

#4 [#13]

2"

4-1/2"

4-1/2"

3"

#5 [#16]

2-1/2"

6"

5-1/2"

3-3/4"

#6 [#19]

4-1/2"

1'-0"

8"

4-1/2"

#7 [#22]

5-1/4"

1'-2"

9"

5-1/4"

#8 [#25]

6"

1'-4"

10-1/2"

6"

*H dimension is approximate.

Development

D

#3 [#10]

1-1/2"

4-1/4"

3"

#4 [#13]

2"

4-1/2"

3"

#5 [#16]

2-1/2"

5-1/2"

3-3/4"

#6 [#19]

4-1/2"

8"

4-1/2"

#7 [#22]

5-1/4"

9"

5-1/4"

#8 [#25]

6"

10-1/2"

6"

A or G

H*

*H dimension is approximate.

lhb = 1200db f'c

Critical Section

12db

Bar Size (d)

4d or

4d

#3 through #8

2.5" min. 5d 6d

ldh

135˚ Seismic Hook

Bar Size

ldh of Standard Hooks Bar Size (d)

7/07

6d, 3" Min.

#9, #10 and #11 #14 and #18

Table 1.10 ACI Hook Development Lengths for f'c = 3,000 to 5,000 psi Bar Size #3 [#10] #4 [#13] #5 [#16] #6 [#19] #7 [#22] #8 [#25] #9 [#29] #10 [#32] #11 [#36] #14 [#43] #18 [#57]

f' c = 5,000 psi c = 4,000 psi f' c = 3,000 psi f' 7 7 9 9 10 11 11 12 14 13 15 17 15 17 19 17 19 22 19 22 25 22 24 28 24 27 31 29 32 37 39 43 50

Notes: 1. Tabulated values are based on Grade 60 reinforcing bars and normal-weight concrete. 2. Tension development lengths of standard hooks are based on ACI 318-02, Section 12.5. Lengths are in inches. 3. For bar sizes #3 [#10] through #11 [#36] only: a. If concrete cover conforms to ACI 318-02, Section 12.5.3(a), then a modification factor of 0.7 may be applied but the resulting length must not be less than 8db nor 6 in. b. If hook is enclosed in ties or stirrups conforming to ACI 318-02, Section 12.5.3(b), then a modification factor of 0.8 may be applied but the resulting length must not be less than 8db nor 6 in. 4. For epoxy-coated hooks, multiply the tabulated values by 1.2. 7

General and Technical Information

General and Technical Information Table 1.11 Tension Lap Splice Lengths – Grade 60 Uncoated Bars f'c = 3,000 psi or greater, Normal Weight Concrete DESIGN AND DETAILING DATA – ACI

ACI Tension Lap Splice Lengths for f'c =3,000, 4,000, and 5,000 psi

f'c = 3,000 psi

Bar Size

Lap Class

Top Bars

A B A B A B A B A B A B A B A B A B

Case 1 22 28 29 37 36 47 43 56 63 81 72 93 81 105 91 118 101 131

Case 2 32 42 43 56 54 70 64 84 94 122 107 139 121 157 136 177 151 196

#14 [#43]

N/A

121

#18 [#57]

N/A

161

#3 [#10] #4 [#13] #5 [#16] #6 [#19] #7 [#22] #8 [#25] #9 [#29] #10 [#32] #11 [#36]

f'c = 4,000 psi

Other Bars

Top Bars

f'c = 5,000 psi

Other Bars

Case 1 17 22 22 29 28 36 33 43 48 63 55 72 62 81 70 91 78 101

Case 2 25 32 33 43 41 54 50 64 72 94 82 107 93 121 105 136 116 151

Case 1 19 24 25 32 31 40 37 48 54 70 62 80 70 91 79 102 87 113

Case 2 28 36 37 48 47 60 56 72 81 106 93 121 105 136 118 153 131 170

Case 1 15 19 19 25 24 31 29 37 42 54 48 62 54 70 61 79 67 87

Case 2 22 28 29 37 36 47 43 56 63 81 72 93 81 105 91 118 101 131

181

93

139

105

241

124

186

139

157

81

209

107

Top Bars

Other Bars

Case 1 17 22 22 29 28 36 33 43 49 63 55 72 63 81 70 91 78 101

Case 2 25 33 33 43 42 54 50 65 73 94 83 108 94 122 105 137 117 152

Case 1 13 17 17 22 22 28 26 33 37 49 43 55 48 63 54 70 60 78

Case 2 19 25 26 33 32 42 38 50 56 73 64 83 72 94 81 105 90 117

121

94

140

72

108

161

125

187

96

144

Notes: 1. Tabulated values are based on Grade 60 reinforcing bars and normal-weight concrete. 2. Tension development lengths and tension lap splice lengths are based on ACI 318-02, Sections 12.2.2 and 12.15, respectively. Tabulated values for beams or columns are based on transverse reinforcement and concrete cover meeting minimum Code requirements. Lengths are in inches. 3. Cases 1 and 2, which depend on the type of structural element, concrete cover, and the center-to-center spacing of the bars, are defined as: Beams or Columns

Case 1 Case 2

Cover at least 1db and c.-c. spacing at least 2db Cover less than 1db or c.-c. spacing less than 2db

All Others

Case 1 Case 2

Cover at least 1db and c.-c. spacing at least 3db Cover less than 1db or c.-c. spacing less than 3db

4. Lap Class A values are the required tension development lengths, ld; lap splice lengths are multiples of tension development lengths; Class A - 1.0ld and Class B = 1.3ld (ACE 318-02, Section 12.15.1). 5. Lap splices of #14 [#43] or #18 [#57] bars are not permitted. The tabulated values for those bar sizes are the tension development lengths. 6. Top bars are horizontal bars with more than 12 inches of concrete cast below the bars. 7. For lightweight aggregate concrete, multiply the tabulated values by 1.3; or when fct is specified, the factor is 6.7 f 'c / fct > 1.0. 8. For epoxy-coated bars, multiply the tabulated values by one of the following factors: Concrete Cover and Spacing Cover < 3db or c.-c. spacing > 7db Cover < 3db or c.-c. spacing < 7db

8

Top Bars 1.7 / 1.3 - 1.31

Other Bars 1.50

1.20

1.20

7/07

General and Technical Information

General and Technical Information Table 1.11 Metric Conversion Factors Quantity

To Convert From…

To…

Multiply By…

mile yard foot foot inch square mile acre acre square yard square foot square inch

km m m mm mm km2 m2 ha m2 m2 mm2

1.609 344* 0.9144* 0.3048* 304.8* 25.4* 2.589 998 4046.873 0.404 687 3 0.836 127 4* 0.092 903 04* 645.16*

acre foot cubic yard cubic foot cubic foot cubic foot 100 board feet gallon cubic inch cubic inch

m3 m3 m3 cm3 L m3 L cm3 mm3

1233.489 0.764 554 9 0.028 316 85 28 316.85 28.316 85 0.235 973 7 3.785 412 16.387 06 16 387.06

Mass

pound ton (2,000 pounds) kip

kg kg t

0.453 592 4 907.184 7 0.453 592 4

Mass/ Unit Length

pound/foot

kg/m

1.488 164

pound/foot2

kg/m2

pound/foot3 pound kip pound/foot kip/foot pound/foot2 kip/foot2 pound/inch2 kip/inch2 pound/inch2 kip/inch2 foot-pound foot-kip pound-foot

kg/m3 N kN N/m kN/m Pa kPa kPa MPa N/mm2 N/mm2 N•m kN•m kg•m

4.882 428 16.018 46 4.448 222 4.448 222 14.593 90 14.593 90 47.880 26 47.880 26 6.894 757 6.894 757 0.006 895 6.894 757 1.355 818 1.355 818 0.138 255 0

pound-foot2

kg•m2

0.042 140 11

Second Moment of Inertia

inch4

mm4

416 231.4

Section Modulus

inch3

mm3

16 387.06

Temperature

˚F

˚C

(˚F-32)5/9

Plane Angle

degree

rad

0.017 453 29

Length

Area

Volume

Mass/Unit Area Mass Density Force Force/ Unit Length Pressure, Stress

Moment, Torque Moment of Mass Moment of Inertia

Note: Asterisk denotes exact number.

7/07

9